Tower Ornek

8/8/2019 Tower Ornek

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Consulting Engineers

Computerized Structural8989 N. Port Washington Road

Milwaukee, WI 53217Phone: (414) 351-5588

FAX: (414) 351-4617

Job:Example #2

Project: Summit PoleClient: CSD Drawn by: horn App'd

Code: TIA/EIA-222-F Date: 07/15/03 Scale

Path:C:\MSDEV\PROJECTS\ERITower\Debug\benchmarks\summitpole.eri

Dwg N

148.0 ft

111.0 ft

74.8 ft

39.5 ft

0.0 ft

REACTIONS - 85 mph WIND

27 KSHEAR

3001 kip-ftMOMENT

32 KAXIAL

74 mph WIND - 0.500 in ICE

23 KSHEAR

2542 kip-ftMOMENT

38 KAXIAL

1

2

3

4

37.000

40.000

40.000

45.000

18

18

18

18

0.219

0.250

0.313

0.375

3.750

4.750

5.500

22.000

28.380

35.106

41.554

29.586

36.580

43.307

50.780

A572-65

2.3

3.5

5.3

8.4

Section

Length(ft)

NumberofSides

Thickness(in)

LapSplice(ft)

TopDia(in)

BotDia(in)

Grade

Weight(K)

19.5

Lighthing Rod 5/8x4'152(12) DB874H150Pirod 15' Low Profile RotablePlatform150(12) DB874H137Pirod 15' Low Profile RotablePlatform137(12) DB874H122Pirod 15' Low Profile RotablePlatform122(12) DB874H107Pirod 15' Low Profile RotablePlatform107 DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

Lighthing Rod 5/8x4' 152

(12) DB874H 150

Pirod 15' Low Profile RotablePlatform

150

(12) DB874H 137


137

(12) DB874H 122


122

(12) DB874H 107


107

MATERIAL STRENGTH

GRADE GRADE YIELD A572-65 65 ksi

TOWER DESIGN NOTES

1. Tower designed for a 85 mph basic wind in accordance with the TIA/EIA-222-F Standar2. Tower is also designed for a 74 mph basic wind with 0.50 in ice.3. Deflections are based upon a 50 mph wind.4. TOWER RATING: 99.3%


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Consulting Engineers


Milwaukee, WI 53217Phone: (414) 351-5588

FAX: (414) 351-4617

Job:Example #2

Project: Summit PoleClient: CSD Drawn by: horn App'd

Code: TIA/EIA-222-F Date: 07/15/03 Scale

Path:C:\MSDEV\PROJECTS\ERITower\Debug\benchmarks\summitpole.eri

Dwg N

148.0 ft

111.0 ft

74.8 ft

39.5 ft

0.0 ft

REACTIONS - 85 mph WIND

27 KSHEAR

3001 kip-ftMOMENT

32 KAXIAL

74 mph WIND - 0.500 in ICE

23 KSHEAR

2542 kip-ftMOMENT

38 KAXIAL

1

2

3

4

37.000

40.000

40.000

45.000

18

18

18

18

0.219

0.250

0.313

0.375

3.750

4.750

5.500

22.000

28.380

35.106

41.554

29.586

36.580

43.307

50.780

A572-65

2.3

3.5

5.3

8.4

Section

Length(ft)

NumberofSides

Thickness(in)

LapSplice(ft)

TopDia(in)

BotDia(in)

Grade

Weight(K)

19.5

Lighthing Rod 5/8x4'152(12) DB874H150Pirod 15' Low Profile RotablePlatform150(12) DB874H137Pirod 15' Low Profile RotablePlatform137(12) DB874H122Pirod 15' Low Profile RotablePlatform122(12) DB874H107Pirod 15' Low Profile RotablePlatform107 DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

Lighthing Rod 5/8x4' 152

(12) DB874H 150


150

(12) DB874H 137


137

(12) DB874H 122


122

(12) DB874H 107


107

MATERIAL STRENGTH

GRADE GRADE YIELD A572-65 65 ksi

TOWER DESIGN NOTES

1. Tower designed for a 85 mph basic wind in accordance with the TIA/EIA-222-F Standar2. Tower is also designed for a 74 mph basic wind with 0.50 in ice.3. Deflections are based upon a 50 mph wind.4. TOWER RATING: 99.3%


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EERRIITToowweerrJob

Example #2

Page

1 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Tower Input Data

There is a pole section.This tower is designed using the TIA/EIA-222-F standard.

The following design criteria apply: Basic wind speed of 85 mph. Nominal ice thickness of 0.500 in. Ice density of 56 pcf. A wind speed of 74 mph is used in combination with ice. Deflections calculated using a wind speed of 50 mph. A non-linear (P-delta) analysis was used.

Pressures are calculated at each section. Stress ratio used in pole design is 1.333. Local bending stresses due to climbing loads and feedline supports are not considered

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder

Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly RulesConsider Moments - Diagonals Assume Rigid Index Plate v Calculate Redundant Bracing ForcesUse Moment Magnification Use Clear Spans For Wind Area Consider Feedline Torque

v Use Code Stress Ratios Use Clear Spans For KL/r v SR Leg Bolts Resist Compressionv Use Code Safety Factors - Guys Retension Guys To Initial Tension v All Leg Panels Have Same Allowable

Escalate Ice v Bypass Mast Stability Checks Offset Girt At Foundation

Always Use Max Kz Use Azimuth Dish Coefficients Poles

Use Special Wind Profi le Project Wind Area of Appurt. Include Shear-Torsion InteractionAutocalc Torque Arm Areas Always Use Sub-Critical Flow

Use Top Mounted Sockets

Tapered Pole Section Geometry

Section Elevation

ft

Section

Lengthft

Splice

Lengthft

Number

ofSides

Top

Diameterin

Bottom

Diameterin

Wall

Thicknessin

Bend

Radiusin

Pole Grade

L1 148.000-

111.000

37.000 3.750 18 22.000 29.586 0.219 0.875 A572-65

(65 ksi)L2 111.000-74.750 40.000 4.750 18 28.380 36.580 0.250 1.000 A572-65

(65 ksi)L3 74.750-39.500 40.000 5.500 18 35.106 43.307 0.313 1.250 A572-65

(65 ksi)L4 39.500-0.000 45.000 18 41.554 50.780 0.375 1.250 A572-65

(65 ksi)

Tapered Pole Properties

Section Tip Dia.in

Areain2

Iin4

rin

Cin

I/Cin3

Jin4

It/Qin2

win

w/t

L1 22.339 15.123 906.444 7.732 11.176 81.106 1814.080 7.563 3.487 15.94130.042 20.390 2221.684 10.425 15.030 147.820 4446.291 10.197 4.822 22.044


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EERRIITToowweerrJob

Example #2

Page

2 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Section Tip Dia.in

Areain

2 Iin

4 rin

Cin

I/Cin

3 Jin

4 It/Qin

2 win

w/t

L2 29.598 22.321 2231.399 9.986 14.417 154.777 4465.735 11.163 4.555 18.219

37.144 28.828 4807.071 12.897 18.583 258.686 9620.468 14.417 5.998 23.992L3 36.637 34.511 5278.330 12.352 17.834 295.971 10563.605 17.259 5.629 18.012

43.975 42.645 9959.398 15.263 22.000 452.701 19931.901 21.327 7.072 22.631

L4 43.340 49.014 10500.631 14.619 21.110 497.433 21015.079 24.512 6.742 17.978

51.563 59.995 19257.349 17.894 25.796 746.518 38540.037 30.003 8.365 22.307

TowerElevation

ft

GussetArea

(per face)

ft2

GussetThickness

in

Gusset Grade Adjust. FactorAf

Adjust.Factor

Ar

Weight Mult. Double AngleStitch Bolt

Spacing

Diagonalsin

Double AngleStitch Bolt

Spacing

Horizontalsin

L1 148.000-

111.000

1 1.03 1.01

L2 111.000-74.750

1 1.03 1.01

L3 74.750-

39.500

1 1.03 1.01

L4 39.500-0.000

1 1.03 1.01

Feed Line/Linear Appurtenances - Entered As Area

Description Face Allow

Shield

Component

Type

Placement

ft

Total

Number

CAAA

ft2/ft

Weight

klf

7/8 C No Inside Pole 148.000 - 0.000 12 No Ice1/2'' Ice

1'' Ice2'' Ice4'' Ice

0.0000.000

0.0000.0000.000

0.0010.001

0.0010.0010.001

7/8 C No Inside Pole 137.000 - 0.000 12 No Ice

1/2'' Ice

1'' Ice2'' Ice

4'' Ice

0.000

0.000

0.0000.000

0.000

0.001

0.001

0.0010.001

0.0017/8 C No Inside Pole 122.000 - 0.000 12 No Ice

1/2'' Ice

1'' Ice2'' Ice

4'' Ice

0.0000.000

0.0000.000

0.000

0.0010.001

0.0010.001

0.001

7/8 C No Inside Pole 107.000 - 0.000 12 No Ice1/2'' Ice1'' Ice

2'' Ice4'' Ice

0.0000.0000.000

0.0000.000

0.0010.0010.001

0.0010.001

Feed Line/Linear Appurtenances Section Areas

TowerSection

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAAIn Face

ft2

CAAAOut Face

ft2

Weight

K

L1 148.000-111.000 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.480

L2 111.000-74.750 A 0.000 0.000 0.000 0.000 0.000


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EERRIITToowweerrJob

Example #2

Page

3 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

TowerSection

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAAIn Face

ft2

CAAAOut Face

ft2

Weight

K

BC

0.0000.000

0.0000.000

0.0000.000

0.0000.000

0.0000.914

L3 74.750-39.500 A

B

C

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.914L4 39.500-0.000 A

BC

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0001.024

Feed Line/Linear Appurtenances Section Areas - With Ice

TowerSection

TowerElevation

ft

Face IceThickness

in

AR

ft2

AF

ft2

CAAAIn Face

ft2

CAAAOut Face

ft2

Weight

K

L1 148.000-111.000 AB

C

0.500 0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.480L2 111.000-74.750 A

B

C

0.500 0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.914L3 74.750-39.500 A

B

C

0.500 0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.914L4 39.500-0.000 A

B

C

0.500 0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

0.000

0.0000.000

1.024

Discrete Tower Loads

Description Face

or Leg

Offset

Type

Offsets:

Horz

LateralVert

ft

Azimuth

Adjustment

deg

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

Lighthing Rod 5/8x4' C None 0.000 152.000 No Ice

1/2'' Ice1'' Ice2'' Ice

4'' Ice

0.250

0.6640.9731.494

2.683

0.250

0.6640.9731.494

2.683

0.031

0.0340.0390.059

0.137(12) DB874H C None 0.000 150.000 No Ice

1/2'' Ice

1'' Ice

2'' Ice4'' Ice

5.6006.190

6.780

7.96010.320

5.6006.190

6.780

7.96010.320

0.0150.047

0.079

0.1430.271


C None 0.000 150.000 No Ice1/2'' Ice1'' Ice

2'' Ice4'' Ice

20.60025.20029.800

39.00057.400

20.60025.20029.800

39.00057.400

2.0502.3252.600

3.1504.250

(12) DB874H C None 0.000 137.000 No Ice

1/2'' Ice1'' Ice2'' Ice

5.600

6.1906.7807.960

5.600

6.1906.7807.960

0.015

0.0470.0790.143


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EERRIITToowweerrJob

Example #2

Page

4 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Description Faceor Leg

OffsetType

Offsets:Horz

Lateral

Vert

ft

AzimuthAdjustment

deg

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

4'' Ice 10.320 10.320 0.271

Pirod 15' Low Profile Rotable

Platform

C None 0.000 137.000 No Ice

1/2'' Ice1'' Ice

2'' Ice4'' Ice

20.600

25.20029.800

39.00057.400

20.600

25.20029.800

39.00057.400

2.050

2.3252.600

3.1504.250

(12) DB874H C None 0.000 122.000 No Ice

1/2'' Ice1'' Ice2'' Ice

4'' Ice

5.600

6.1906.7807.960

10.320

5.600

6.1906.7807.960

10.320

0.015

0.0470.0790.143

0.271


C None 0.000 122.000 No Ice1/2'' Ice

1'' Ice2'' Ice4'' Ice

20.60025.200

29.80039.00057.400

20.60025.200

29.80039.00057.400

2.0502.325

2.6003.1504.250

(12) DB874H C None 0.000 107.000 No Ice1/2'' Ice

1'' Ice

2'' Ice4'' Ice

5.6006.190

6.780

7.96010.320

5.6006.190

6.780

7.96010.320

0.0150.047

0.079

0.1430.271

Pirod 15' Low Profile Rotable

Platform

C None 0.000 107.000 No Ice

1/2'' Ice1'' Ice2'' Ice

4'' Ice

20.600

25.20029.80039.000

57.400

20.600

25.20029.80039.000

57.400

2.050

2.3252.6003.150

4.250

Tower Pressures - No Ice

GH= 1.690

SectionElevation

ft

z

ft

KZ qz

ksf

AG

ft2

Fac

e

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Face

ft2

CAAAOut

Face

ft2

L1 148.000-

111.000

128.781 1.476 0.027 79.528 A

B

C

0.000

0.000

0.000

81.914

81.914

81.914

81.914 100.00

100.00

100.00

0.000 0.000

L2 111.000-

74.750

92.445 1.342 0.025 99.277 A

B

C

0.000

0.000

0.000

102.256

102.256

102.256

102.256 100.00

100.00

100.00

0.000 0.000

L3 74.750-

39.500

56.982 1.169 0.022 116.600 A

BC

0.000

0.0000.000

120.098

120.098120.098

120.098 100.00

100.00100.00

0.000 0.000

L4 39.500-

0.000

19.180 1 0.018 153.823 A

BC

0.000

0.0000.000

158.438

158.438158.438

158.438 100.00

100.00100.00

0.000 0.000


17/25

EERRIITToowweerrJob

Example #2

Page

5 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Tower Pressure - With Ice

GH= 1.690

SectionElevation

ft

z

ft

KZ qz

ksf

tZ

in

AG

ft2

Fa

ce

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Faceft

2

CAAAOut

Faceft

2

L1 148.000-111.000

128.781 1.476 0.021 0.500 82.612 ABC

0.0000.0000.000

85.09085.09085.090

85.090 100.00100.00100.00

0.000 0.000

L2 111.000-74.750

92.445 1.342 0.019 0.500 102.298 ABC

0.0000.0000.000

105.367105.367105.367

105.367 100.00100.00100.00

0.000 0.000

L3 74.750-39.500 56.982 1.169 0.016 0.500 119.537 ABC

0.0000.0000.000

123.123123.123123.123

123.123 100.00100.00100.00

0.000 0.000

L4 39.500-0.000 19.180 1 0.014 0.500 157.114 ABC

0.0000.0000.000

161.828161.828161.828

161.828 100.00100.00100.00

0.000 0.000

Tower Pressure - Service

GH= 1.690

SectionElevation

ft

z

ft

KZ qz

ksf

AG

ft2

Fa

ce

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Faceft

2

CAAAOut

Faceft

2

L1 148.000-

111.000

128.781 1.476 0.009 79.528 A

BC

0.000

0.0000.000

81.914

81.91481.914

81.914 100.00

100.00100.00

0.000 0.000

L2 111.000-74.750

92.445 1.342 0.009 99.277 AB

C

0.0000.000

0.000

102.256102.256

102.256

102.256 100.00100.00

100.00

0.000 0.000

L3 74.750-39.500

56.982 1.169 0.007 116.600 ABC

0.0000.0000.000

120.098120.098120.098

120.098 100.00100.00100.00

0.000 0.000

L4 39.500-0.000

19.180 1 0.006 153.823 ABC

0.0000.0000.000

158.438158.438158.438

158.438 100.00100.00100.00

0.000 0.000

Tower Forces - No Ice - Wind Normal To Face

Section

Elevation

ft

Add

Weight

K

Self

Weight

K

F

ace

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.

Face

L1 148.000-111.000

0.480 2.258 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

81.91481.914

81.914

2.453 0.066 C

L2 111.000- 0.914 3.516 A 1 0.65 1 1 1 102.256 2.784 0.077 C


18/25

EERRIITToowweerrJob

Example #2

Page

6 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

SectionElevation

ft

AddWeight

K

SelfWeight

K

Fac

e

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.Face

74.750 BC

11

0.650.65

11

11

11

102.256102.256

L3 74.750-

39.500

0.914 5.303 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

120.098

120.098120.098

2.840 0.081 C

L4 39.500-0.000

1.024 8.429 ABC

111

0.650.650.65

111

111

111

158.438158.438158.438

3.219 0.081 C

Sum Weight: 3.331 19.507 OTM 796.848kip-ft

11.296

Tower Forces - No Ice - Wind 60 To Face

Section

Elevation

ft

Add

Weight

K

Self

Weight

K

F

ac

e

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.

Face

L1 148.000-

111.000

0.480 2.258 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

81.914

81.91481.914

2.453 0.066 C

L2 111.000-

74.750

0.914 3.516 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

102.256

102.256102.256

2.784 0.077 C

L3 74.750-

39.500

0.914 5.303 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

120.098

120.098120.098

2.840 0.081 C

L4 39.500-

0.000

1.024 8.429 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

158.438

158.438158.438

3.219 0.081 C

Sum Weight: 3.331 19.507 OTM 796.848

kip-ft

11.296

Tower Forces - No Ice - Wind 90 To Face

Section

Elevation

ft

Add

Weight

K

Self

Weight

K

F

ace

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.

Face

L1 148.000-111.000

0.480 2.258 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

81.91481.914

81.914

2.453 0.066 C

L2 111.000-74.750

0.914 3.516 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

102.256102.256

102.256

2.784 0.077 C

L3 74.750-

39.500

0.914 5.303 A

B

C

1

1

1

0.65

0.65

0.65

1

1

1

1

1

1

1

1

1

120.098

120.098

120.098

2.840 0.081 C

L4 39.500-0.000

1.024 8.429 AB

11

0.650.65

11

11

11

158.438158.438

3.219 0.081 C


19/25

EERRIITToowweerrJob

Example #2

Page

7 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

SectionElevation

ft

AddWeight

K

SelfWeight

K

Fac

e

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.Face

C 1 0.65 1 1 1 158.438Sum Weight: 3.331 19.507 OTM 796.848

kip-ft

11.296

Tower Forces - With Ice - Wind Normal To Face

Section

Elevation

ft

Add

Weight

K

Self

Weight

K

F

ace

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.

Face

L1 148.000-111.000

0.480 2.858 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

85.09085.090

85.090

1.932 0.052 C

L2 111.000-74.750

0.914 4.262 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

105.367105.367

105.367

2.174 0.060 C

L3 74.750-

39.500

0.914 6.178 A

B

C

1

1

1

0.65

0.65

0.65

1

1

1

1

1

1

1

1

1

123.123

123.123

123.123

2.206 0.063 C

L4 39.500-0.000

1.024 9.581 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

161.828161.828

161.828

2.492 0.063 C


8.804

Tower Forces - With Ice - Wind 60 To Face

SectionElevation

ft

AddWeight

K

SelfWeight

K

Fa

ce

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.Face

L1 148.000-111.000

0.480 2.858 ABC

111

0.650.650.65

111

111

111

85.09085.09085.090

1.932 0.052 C

L2 111.000-74.750

0.914 4.262 ABC

111

0.650.650.65

111

111

111

105.367105.367105.367

2.174 0.060 C

L3 74.750-

39.500

0.914 6.178 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

123.123

123.123123.123

2.206 0.063 C

L4 39.500-0.000

1.024 9.581 ABC

111

0.650.650.65

111

111

111

161.828161.828161.828

2.492 0.063 C


8.804


20/25

EERRIITToowweerrJob

Example #2

Page

8 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Tower Forces - With Ice - Wind 90 To Face

SectionElevation

ft

AddWeight

K

SelfWeight

K

Fa

c

e

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.Face

L1 148.000-111.000

0.480 2.858 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

85.09085.090

85.090

1.932 0.052 C

L2 111.000-74.750

0.914 4.262 ABC

111

0.650.650.65

111

111

111

105.367105.367105.367

2.174 0.060 C

L3 74.750-39.500

0.914 6.178 ABC

111

0.650.650.65

111

111

111

123.123123.123123.123

2.206 0.063 C

L4 39.500-0.000 1.024 9.581 ABC

111

0.650.650.65

111

111

111

161.828161.828161.828

2.492 0.063 C


8.804

Tower Forces - Service - Wind Normal To Face

SectionElevation

ft

AddWeight

K

SelfWeight

K

Fa

c

e

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.Face

L1 148.000-111.000

0.480 2.258 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

81.91481.914

81.914

0.849 0.023 C

L2 111.000-

74.750

0.914 3.516 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

102.256

102.256102.256

0.963 0.027 C

L3 74.750-

39.500

0.914 5.303 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

120.098

120.098120.098

0.983 0.028 C

L4 39.500-

0.000

1.024 8.429 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

158.438

158.438158.438

1.114 0.028 C

Sum Weight: 3.331 19.507 OTM 275.726

kip-ft

3.909

Tower Forces - Service - Wind 60 To Face

Section

Elevation

ft

Add

Weight

K

Self

Weight

K

F

a

ce

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.

Face

L1 148.000-111.000

0.480 2.258 AB

C

11

1

0.650.65

0.65

11

1

11

1

11

1

81.91481.914

81.914

0.849 0.023 C

L2 111.000- 0.914 3.516 A 1 0.65 1 1 1 102.256 0.963 0.027 C


21/25

EERRIITToowweerrJob

Example #2

Page

9 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

SectionElevation

ft

AddWeight

K

SelfWeight

K

Fac

e

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.Face

74.750 BC

11

0.650.65

11

11

11

102.256102.256

L3 74.750-

39.500

0.914 5.303 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

120.098

120.098120.098

0.983 0.028 C

L4 39.500-0.000

1.024 8.429 ABC

111

0.650.650.65

111

111

111

158.438158.438158.438

1.114 0.028 C


3.909

Tower Forces - Service - Wind 90 To Face

Section

Elevation

ft

Add

Weight

K

Self

Weight

K

F

ac

e

e CF RR DF DR AE

ft2

F

K

w

klf

Ctrl.

Face

L1 148.000-

111.000

0.480 2.258 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

81.914

81.91481.914

0.849 0.023 C

L2 111.000-

74.750

0.914 3.516 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

102.256

102.256102.256

0.963 0.027 C

L3 74.750-

39.500

0.914 5.303 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

120.098

120.098120.098

0.983 0.028 C

L4 39.500-

0.000

1.024 8.429 A

BC

1

11

0.65

0.650.65

1

11

1

11

1

11

158.438

158.438158.438

1.114 0.028 C

Sum Weight: 3.331 19.507 OTM 275.726

kip-ft

3.909

Force Totals

LoadCase

VerticalForces

K

Sum ofForces

X

K

Sum ofForces

Z

K

Sum ofOverturningMoments, Mx

kip-ft

Sum ofOverturningMoments, Mz

kip-ft

Sum of Torques

kip-ftTotal Member Self-Weight 19.507 0.000 0.000

Wind 0 deg - No Ice 31.788 0.000 -27.488 -2895.313 0.000 0.000Wind 90 deg - No Ice 31.788 27.488 0.000 0.000 -2895.313 0.000Wind 180 deg - No Ice 31.788 0.000 27.488 2895.313 0.000 0.000

Member Ice 3.373 0.000 0.000

Wind 0 deg - Ice 37.800 0.000 -22.723 -2427.437 0.000 0.000Wind 90 deg - Ice 37.800 22.723 0.000 0.000 -2427.437 0.000

Wind 180 deg - Ice 37.800 0.000 22.723 2427.437 0.000 0.000Wind 0 deg - Service 31.788 0.000 -9.511 -1001.839 0.000 0.000Wind 90 deg - Service 31.788 9.511 0.000 0.000 -1001.839 0.000

Wind 180 deg - Service 31.788 0.000 9.511 1001.839 0.000 0.000


22/25

EERRIITToowweerrJob

Example #2

Page

10 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Load Combinations

Comb.

No.

Description

1 Dead Only

2 Dead+Wind 0 deg - No Ice3 Dead+Wind 90 deg - No Ice4 Dead+Wind 180 deg - No Ice

5 Dead+Ice6 Dead+Wind 0 deg+Ice

7 Dead+Wind 90 deg+Ice

8 Dead+Wind 180 deg+Ice9 Dead+Wind 0 deg - Service

10 Dead+Wind 90 deg - Service

11 Dead+Wind 180 deg - Service

Maximum Member Forces

Section

No.

Elevation

ft

Component

Type

Condition Gov.

LoadComb.

Force

K

Major Axis

Momentkip-ft

Minor Axis

Momentkip-ft

L1 148 - 111 Pole Max Tension 1 0.000 0.000 0.000Max. Compression 5 -11.662 0.000 0.000

Max. Mx 3 -7.647 -322.622 0.000

Max. My 2 -7.647 0.000 322.622Max. Vy 3 15.375 -322.622 0.000

Max. Vx 2 -15.375 0.000 322.622

L2 111 - 74.75 Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 5 -19.412 0.000 0.000Max. Mx 3 -14.072 -1022.554 0.000

Max. My 2 -14.072 0.000 1022.554Max. Vy 3 22.047 -1022.554 0.000Max. Vx 2 -22.047 0.000 1022.554

L3 74.75 - 39.5 Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 5 -26.110 0.000 0.000Max. Mx 3 -20.535 -1827.826 0.000


L4 39.5 - 0 Pole Max Tension 1 0.000 0.000 0.000Max. Compression 5 -37.800 0.000 0.000

Max. Mx 3 -31.766 -3000.597 0.000


Maximum Reactions

Location Condition Gov.LoadComb.

VerticalK

Horizontal, XK

Horizontal, ZK

Pole Max. Vert 6 37.800 0.000 22.723Max. Hx 11 31.788 0.000 -9.511

Max. Hz 2 31.788 0.000 27.488Max. Mx 2 3000.597 0.000 27.488

Max. Mz 3 3000.597 -27.488 0.000


23/25

EERRIITToowweerrJob

Example #2

Page

11 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Location Condition Gov.LoadComb.

VerticalK

Horizontal, XK

Horizontal, ZK

Max. Torsion 1 0.000 0.000 0.000Min. Vert 1 31.788 0.000 0.000Min. Hx 3 31.788 -27.488 0.000

Min. Hz 4 31.788 0.000 -27.488

Min. Mx 4 -3000.597 0.000 -27.488Min. Mz 1 0.000 0.000 0.000

Min. Torsion 1 0.000 0.000 0.000

Tower Mast Reaction Summary

Load

Combination

Vertical

K

Shearx

K

Shearz

K

Overturning

Moment, Mxkip-ft

Overturning

Moment, Mzkip-ft

Torque

kip-ft

Dead Only 31.788 0.000 0.000 0.000 0.000 0.000

Dead+Wind 0 deg - No Ice 31.788 0.000 -27.488 -3000.597 0.000 0.000Dead+Wind 90 deg - No Ice 31.788 27.488 0.000 0.000 -3000.597 0.000Dead+Wind 180 deg - No Ice 31.788 0.000 27.488 3000.597 0.000 0.000

Dead+Ice 37.800 0.000 0.000 0.000 0.000 0.000

Dead+Wind 0 deg+Ice 37.800 0.000 -22.723 -2541.816 0.000 0.000Dead+Wind 90 deg+Ice 37.800 22.723 0.000 0.000 -2541.816 0.000

Dead+Wind 180 deg+Ice 37.800 0.000 22.723 2541.816 0.000 0.000Dead+Wind 0 deg - Service 31.788 0.000 -9.511 -1040.041 0.000 0.000Dead+Wind 90 deg - Service 31.788 9.511 0.000 0.000 -1040.041 0.000

Dead+Wind 180 deg - Service 31.788 0.000 9.511 1040.041 0.000 0.000

Solution Summary

Sum of Applied Forces Sum of ReactionsLoad

Comb.

PX

K

PY

K

PZ

K

PX

K

PY

K

PZ

K

% Error

1 0.000 -31.788 0.000 0.000 31.788 0.000 0.000%

2 0.000 -31.788 -27.488 0.000 31.788 27.488 0.000%3 27.488 -31.788 0.000 -27.488 31.788 0.000 0.000%

4 0.000 -31.788 27.488 0.000 31.788 -27.488 0.000%

5 0.000 -37.800 0.000 0.000 37.800 0.000 0.000%6 0.000 -37.800 -22.723 0.000 37.800 22.723 0.000%7 22.723 -37.800 0.000 -22.723 37.800 0.000 0.000%

8 0.000 -37.800 22.723 0.000 37.800 -22.723 0.000%9 0.000 -31.788 -9.511 0.000 31.788 9.511 0.000%

10 9.511 -31.788 0.000 -9.511 31.788 0.000 0.000%

11 0.000 -31.788 9.511 0.000 31.788 -9.511 0.000%

Non-Linear Convergence Results

Load

Combination.

Converged? Number

of Cycles

Displacement

Tolerance

Force

Tolerance

1 Yes 4 0.00000001 0.000000012 Yes 4 0.00000001 0.00030937

3 Yes 4 0.00000001 0.00030937

4 Yes 4 0.00000001 0.000309375 Yes 4 0.00000001 0.00000001

6 Yes 4 0.00000001 0.00064930


24/25

EERRIITToowweerrJob

Example #2

Page

12 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

7 Yes 4 0.00000001 0.000649308 Yes 4 0.00000001 0.000649309 Yes 4 0.00000001 0.00011362

10 Yes 4 0.00000001 0.00011362

11 Yes 4 0.00000001 0.00011362

Maximum Tower Deflections - Service Wind

Section

No.

Elevation

ft

Horz.

Deflectionin

Gov.

LoadComb.

Tilt

deg

Twist

deg

L1 148 - 111 38.358 9 2.254 0.000

L2 114.75 - 74.75 23.318 9 1.984 0.000L3 79.5 - 39.5 10.813 9 1.328 0.000

L4 45 - 0 3.377 10 0.692 0.000

Critical Deflections and Radius of Curvature- Service Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

deg

Twist

deg

Radius ofCurvature

ft

152.000 Lighthing Rod 5/8x4' 9 38.358 2.254 0.000 24812

150.000 (12) DB874H 9 38.358 2.254 0.000 24812137.000 (12) DB874H 9 33.207 2.189 0.000 11278122.000 (12) DB874H 9 26.417 2.068 0.000 4770

107.000 (12) DB874H 9 20.188 1.871 0.000 3523

Maximum Tower Deflections - Design Wind

Section

No.

Elevation

ft

Horz.

Deflectionin

Gov.

LoadComb.

Tilt

deg

Twist

deg

L1 148 - 111 110.407 3 6.491 0.000

L2 114.75 - 74.75 67.162 2 5.717 0.000L3 79.5 - 39.5 31.169 2 3.828 0.000

L4 45 - 0 9.739 2 1.995 0.000

Critical Deflections and Radius of Curvature- Design Wind

Elevation

ft

Appurtenance Gov.

Load

Comb.

Deflection

in

Tilt

deg

Twist

deg

Radius of

Curvature

ft

152.000 Lighthing Rod 5/8x4' 3 110.407 6.491 0.000 8813

150.000 (12) DB874H 3 110.407 6.491 0.000 8813

137.000 (12) DB874H 3 95.600 6.309 0.000 4004122.000 (12) DB874H 2 76.075 5.962 0.000 1691

107.000 (12) DB874H 2 58.157 5.382 0.000 1244

Compression Checks


25/25

EERRIITToowweerrJob

Example #2

Page

13 of 13


Project

Summit Pole

Date

16:40:05 07/15/03

Milwaukee, WI 53217

Phone: (414) 351-5588FAX: (414) 351-4617

Client

CSDDesigned by

horn

Pole Design Data:

Section

No.

Elevation

ft

Size L

ft

Lu

ft

Kl/r F a

ksi

A

in2

Actual

PK

Allow.

PaK

Ratio

P

PaL1 148 - 111 (1) TP29.586x22x0.219 37.000 0.000 0.0 39.000 19.856 -7.647 774.393 0.010L2 111 - 74.75 (2) TP36.58x28.38x0.25 40.000 0.000 0.0 39.000 28.055 -14.072 1094.150 0.013

L3 74.75 - 39.5 (3) TP43.307x35.106x0.313 40.000 0.000 0.0 39.000 41.527 -20.535 1619.540 0.013

L4 39.5 - 0 (4) TP50.78x41.554x0.375 45.000 0.000 0.0 39.000 59.995 -31.766 2339.790 0.014

Pole Bending Design Data:

Section

No.

Elevation

ft

Size Actual

Mxkip-ft

Actual

fbxksi

Allow.

Fbxksi

Ratio

fbx

Fbx

Actual

Mykip-ft

Actual

fbyksi

Allow.

Fbyksi

Ratio

fby

Fby

L1 148 - 111 (1) TP29.586x22x0.219 322.622 -27.623 39.000 0.708 0.000 0.000 39.000 0.000L2 111 - 74.75 (2) TP36.58x28.38x0.25 1022.55

0

-50.093 39.000 1.284 0.000 0.000 39.000 0.000

L3 74.75 - 39.5 (3) TP43.307x35.106x0.313 1827.82

5

-51.106 39.000 1.310 0.000 0.000 39.000 0.000

L4 39.5 - 0 (4) TP50.78x41.554x0.375 3000.600

-48.233 39.000 1.237 0.000 0.000 39.000 0.000

Pole Interaction Design Data:

SectionNo.

Elevation

ft

Size RatioP

Pa

Ratiofbx

Fbx

Ratiofby

Fby

Comb.StressRatio

Allow.StressRatio

Criteria

L1 148 - 111 (1) TP29.586x22x0.219 0.010 0.708 0.0000.718

1.333H1-3

L2 111 - 74.75 (2) TP36.58x28.38x0.25 0.013 1.284 0.0001.297

1.333H1-3

L3 74.75 - 39.5 (3) TP43.307x35.106x0.313 0.013 1.310 0.0001.323

1.333H1-3

L4 39.5 - 0 (4) TP50.78x41.554x0.375 0.014 1.237 0.0001.250

1.333H1-3

Section Capacity Table

SectionNo.

Elevation

ft

Component

Type

Size Critical

Element

P

K

SF*Pallow

K

%

Capacity

Pass

Fail

L1 148 - 111 Pole TP29.586x22x0.219 1 -7.647 1032.266 53.9 PassL2 111 - 74.75 Pole TP36.58x28.38x0.25 2 -14.072 1458.502 97.3 PassL3 74.75 - 39.5 Pole TP43.307x35.106x0.313 3 -20.535 2158.847 99.3 Pass

L4 39.5 - 0 Pole TP50.78x41.554x0.375 4 -31.766 3118.940 93.8 PassSummary

Pole (L3) 99.3 Pass

RATING = 99.3 Pass

Documents

Tower Ornek